基于SACS仿真分析的超深水导管架外挂井槽抗震性能研究

doi:10.11996/JG.j.2095-302X.2026040874

摘要/Abstract

摘要：

导管架外挂井槽技术因其可充分利用现有平台以较低成本开发在役油气田新增储量而得到广泛应用。然而，现有外挂井槽研究大多集中于水深30 m级以内的浅海区域，对于超深水环境，带有外挂井槽的导管架连体结构传力机制更为复杂。为弥补超深水在役导管架平台外挂井槽抗震性能机理认识不足的问题，选取某在役超深水导管架平台外挂井槽设计方案为对象，利用传统海工分析软件SACS建立精细化有限元模型，基于200年一遇地震加速度反应谱开展动力响应仿真分析，并对水平输入方向进行离散工况计算，从而着重分析连接体刚度对外挂井槽导管架结构抗震性能的影响规律。连接体刚度通过调整连接体材料弹性模量进行参数化，模拟分析0.50，0.75，1.00，1.50和2.00倍原始刚度下的结构响应；借助SACS软件图学功能生成应力云图及结构前5阶模态振型图，用于直观识别应力集中区域与动力特性差异。进一步以连接区敏感杆件为研究对象，引入混合效应模型量化连接体刚度与最大UC值及其应力分量之间的相关关系，以削弱杆件尺寸与位置差异带来的随机影响。结果表明，连接处杆件应力水平显著高于周边部位，且在连接体刚度增大时连接区敏感杆件最大UC值整体呈上升趋势，个别杆件在2倍刚度下UC值可超过1.0；混合效应模型显示连接体刚度与最大UC值呈极显著正相关，且最大UC值的升高主要由剪应力与弯曲正应力随刚度增大所驱动，轴向应力影响不显著。结合方向离散结果可知，由于导管架与外挂井槽动力特性差异引起的不同步位移效应，垂直于连接方向的地震作用更易导致不利结构响应，过高刚度可能加剧连接部位应力集中并压缩安全储备。需要说明的是，仿真分析基于单一在役平台工程方案且采用线性体系方法，所得规律侧重机理性与趋势性，后续仍需在不同海域地震输入、不同平台尺度及不同构造条件下进一步对比验证，并可结合非线性分析与细部建模提升工程适用性。

关键词: 导管架, 外挂井槽, 动力响应分析, 混合效应模型, SACS

Abstract:

External well-slot extensions for jacket platforms have been widely adopted because they enable the full utilization of existing platforms to develop additional reserves in mature oil and gas fields at relatively low cost. However, most existing studies on external well-slot extensions focus on shallow-water conditions with water depths of approximately 30 m or less, whereas in ultra-deepwater environments the load-transfer mechanism of jacket-integrated systems with external well-slot extensions becomes considerably more complex. To address the limited understanding of the seismic performance mechanism of external well-slot extensions on in-service ultra-deepwater jacket platforms, a design scheme for an external well-slot extension on an in-service ultra-deepwater jacket platform was selected as the case study. A refined finite element model was established in the conventional offshore engineering analysis software SACS (Structural Analysis and Design System), and dynamic response simulations were performed based on a 200-year return-period acceleration response spectrum; additionally, discretized horizontal input directions were considered to evaluate directional effects. Connector stiffness was parameterized by modifying the elastic modulus of the connector material, and structural responses under stiffness multipliers of 0.5, 0.75, 1.0, 1.5, and 2.0 relative to the baseline were analyzed. Stress contour plots and the first five mode shapes were generated using the graphical functions of SACS to visually identify stress-concentration regions and differences in dynamic characteristics. Furthermore, focusing on sensitive members in the connection region, a mixed-effects model was introduced to quantify the relationships between connector stiffness, the maximum Unity Check (UC) value, and the associated stress components, thereby reducing the random influence arising from member-size and location variability. The results indicated that member stress levels in the connection region were significantly higher than those in surrounding areas, and that increasing connector stiffness led to an overall upward trend in the maximum UC of sensitive members, with some members exhibiting UC values exceeding 1.0 at twice the baseline stiffness. The mixed-effects analysis revealed an extremely significant positive correlation between connector stiffness and the maximum UC, and showed that the increase in maximum UC was primarily driven by the growth of shear stress and bending normal stress with increasing stiffness, whereas the effect on axial stress was not significant. Considering the direction-discretization results, seismic inputs perpendicular to the connection direction were more likely to trigger unfavorable structural responses due to displacement incompatibility induced by differences in dynamic characteristics between the jacket and the well-slot extension; excessive connector stiffness may further intensify stress concentration and reduce safety margins. It should be noted that the simulations were based on a single in-service platform design scheme and a linear analysis framework; therefore, the findings mainly reflected mechanisms and trends. Further validation across different regional seismic inputs, platform scales, and structural configurations is required, and nonlinear analyses and detailed modeling are recommended to improve engineering applicability.

Key words: jacket, external hanging well slot, dynamic response analysis, mixed-effects model, SACS

中图分类号:

TP391.9
TE95

徐明超, 李孙伟, 刘东亮, 陈业明, 张洪宁. 基于SACS仿真分析的超深水导管架外挂井槽抗震性能研究[J]. 图学学报, 2026, 47(4): 874-881.

XU Mingchao, LI Sunwei, LIU Dongliang, CHEN Yeming, ZHANG Hongning. Seismic performance analysis of ultra-deepwater jacket platform with external hanging well slot using SACS-based simulation[J]. Journal of Graphics, 2026, 47(4): 874-881.

图/表 11

表1 各混合效应模型中组内相关与调整决定系数值

Table 1 Intraclass correlation coefficients and adjusted r-squared values in each mixed-effects model

因变量	组内相关系数	调整决定系数
最大UC值	0.947 97	0.902 10
轴向应力	0.983 59	0.986 93
剪应力	0.975 72	0.958 34
弯曲正应力	0.993 50	0.991 05

图1 各混合效应模型Q-Q残差图((a) 最大UC值；(b) 弯曲正应力；(c) 轴应力；(d) 剪应力)

Fig. 1 Q-Q Plots of residuals for each mixed-effects model ((a) Maximum UC value; (b) Bending normal stress; (c) Axial stress; (d) Shear stress)

图2 某海域新建外挂井槽导管架平台 ((a) 导管架斜侧；(b) 导管架正面)

Fig. 2 Newly built jacket platform with external hanging well slot in a certain sea area ((a) Oblique view of the jacket；(b) Front view of the jacket)

图3 连接处杆件网格细化情况

Fig. 3 Mesh refinement of members at the connection

表2 外挂井槽导管架主要结构参数

Table 2 Main structural parameters of jacket platform with external hanging well slot

结构部位	重量	桩腿数	总高度/m	底面尺寸/m	设计水深/m
老导管架	27 612	8	127.49	60×55	93.57
外挂井槽	9 347	4	127.49	24×19	93.57

图4 200年重现期地震反应谱放大系数曲线

Fig. 4 Spectral amplification coefficient curve for a 200-year return period

图5 原刚度下结构应力云图

Fig. 5 Structural stress contour plot under original stiffness

图6 原刚度下结构连接处局部应力云图

Fig. 6 Local stress contour plot of structural connection under original stiffness

图7 15根敏感杆件在各刚度下的最大UC值

Fig. 7 Maximum UC values of 15 sensitive members under various stiffness conditions

图8 结构前5阶模态振型((a) 阶振型; (b) 二阶振型; (c) 三阶振型; (d) 四阶振型; (e) 五阶振型)

Fig. 8 First 5 mode shapes of the structure ((a) First-order mode shape; (b) Second-order mode shape; (c) Third-order mode shape; (d) Fourth-order mode shape; (e) Fifth-order mode shape)

表3 混合效应模型分析结果

Table 3 Results of mixed-effects model analysis

应力类别	系数	标准差	t值	P值
轴向应力	-1.933 54	3.028 57	-0.638 43	0.525 25
剪应力	11.419 23	3.222 15	3.543 98	7.01×10^-4
弯曲正应力	59.475 40	8.214 16	7.240 60	4.24×10^-10

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